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KENTUCKY HIGHLANDS INVESTMENT CORPORATION BUSINESS

ACCELERATOR LONDON, KENTUCKY ADDENDUM TWO

EDA PROJECT NUMBER 04-01-06095 10-23-09

The Contract Documents for the above-titled project are hereby amended as set forth herein below. The Addendum Number One shall be bound to and made a part of the Specifications, and shall take precedence over and supersede any portion of the Plans and Specifications which is in contradiction to the information set forth in this Addendum Number One. All related information of the Plans and Specifications, if not specifically modified herein, shall remain as set forth in the Plans and Specifications.

1. Division 0 BIDDING REQUIREMENTS, CONTRACT FORMS AND CONDICTIONS OF THE CONTRACT

a. Davis-Bacon wage rates add the following: b. Sheet metal worker the rate is $12.25 per hour plus $0.62 for fringe c. Crane operator worker the rate is $12.50 per hour d. Steel Erector worker the rate is $11.26 per hour plus $1.24 for fringe

2. Specification section 014110 STRUCTURAL SEPECIAL INSPECTIONS a. See new added section.

3. Specification section 271513 VOICE AND DATA COMMUNICATIONS SYSTEMS CABLING

a. The wiring for this system is to be installed by the owner but the conduit and boxes with cover plates are to be installed as indicated and access to these shall be maintained.

b.

4. Specification section 074213 METAL ROOF PANELS

a. The metal roof panels shall be steel with a priced option for aluminum.

5. Specification section 123553 LABORATORY CASEWORK

a. The case work in the work rooms is to be painted wood cabinets with laminate surface tops.

b. Standard base cabinets are to installed under the fume hoods. c. Chemical resistant tops are to have back splashes and are to be

Phenolic Resin.

Drawings provided as clarification listed below:

Sheet A-121 tag note “1” has been added to “24” x 48” CEILING ACCESS PANEL” No drawing issued. Sheet A-580 revised detail 5/A-580. New drawing issued. Sheet A-201, A-202, and A-203 tag note “17” has been revised to “CONCRETE STEPPED BRICK SHELF, REFER TO STRUCTURAL DRAWINGS.” No drawing issued. Sheet A-310, A-311, and A-312 tag note “6” has been revised to “8" ICF WALL SYSTEM WITH INTEGRAL STEPPED BRICK SHELF. REFER TO MANUFACTURERS REQUIREMENTS AND RECOMMENDATIONS. “No drawing issued. Sheet A-581 added retaining wall detail. New drawing issued. Sheet S-100 revised column footing sizes and detail callout. New drawing issued. Sheet S-110 revised beam sizes. New drawing issued. Sheet S-120 revised beam sizes and added framed opening for mezzanine access. New drawing issued. Sheet S-130 revised sheet notes. New drawing issued. Sheet S-301 revised detail G, added new column footing detail J. New drawing issued. Sheet S-350 revised slab elevation indication for all details to match Architectural. Revised Details A, D, E, G and K. New drawing issued. Sheet S-351 revised Details A, B, and D to show speedfloor framing system in lieu of bar joists, and revised slab elevation height to match Architectural. New drawing issued. End of addendum two

SECTION 014110– STRUCTURAL SPECIAL INSPECTION PART 1 – GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Special Inspections as defined in Section 1704 of The Kentucky Building Code are required.

B. The Inspection Agency shall conduct inspections under the supervision of a qualified professional engineer licensed in the State of Kentucky (Special Inspector).

C. Seismic Design Category for the structure is shown in the General Notes section of the structural drawings.

D. Special inspections are required for the following materials and work:

1. Inspection of Fabricators per Section 1704.2 of the Kentucky Building Code. 2. Steel Construction per Section 1704.3 of the Kentucky Building Code. 3. Concrete Construction per Section 1704.4 of the Kentucky Building Code. 4. Masonry Construction per Section 1704.5 of the Kentucky Building Code. 5. Wood Construction per Section 1704.6 of the Kentucky Building Code. 6. Prepared Fill per Section 1704.7 of the Kentucky Building Code.

1.3 SELECTION AND PAYMENT

A. The Inspection Agency shall be subject to approval by the Structural Engineer of Record. The Inspection Agency will be responsible for providing all Structural Special Inspection (including testing as listed herein) – scope of work may not be broken into separate contracts with multiple firms.

1. Available Inspection Agency: Subject to compliance with requirements, Inspection Agencies that may perform Special Inspection Work include, but are not limited to, the following:

a. Mactec, Inc. 2025 Leestown Road, Lexington, KY 40511 (859) 254-2327

b. QORE Property Sciences 422 Codell Drive, Lexington, KY 40509 (859) 293-5518

c. ATC Associates, Inc. 132 Citizens Boulevard, Simpsonville, KY 40067 (502) 722-1401

2. For Inspection Agencies not listed herein, submit qualification data for firms and persons specified in the “Quality Assurance” Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects and owners, and other information specified. As mandated by the Kentucky Building Code, Engineer reserves the right to accept or

STRUCTURAL SPECIAL INSPECTION 014110- 1

B. The Inspection Agency shall be retained by the Owner. Costs for reinspection and retesting, should discrepancies be found, will be paid for by the Owner, except where rework is due to negligence or omission deemed excessive by the Owner.

1. In case of excessive rework, such retesting and reinspection shall be paid for by the General Contractor as an additional service of the Inspection Agency.

2. In case of excessive waste/lost time of the Special Inspector due to inadequate scheduling by the General Contractor, such time shall be paid for by the General Contractor as an additional service of the Inspection Agency.

C. Special Inspections are additional to testing and inspection requirements shown elsewhere in the specifications and on the drawings, which is to be paid for by the General Contractor. The General Contractor shall also pay for additional structural testing and inspection required for his convenience. Inspection work not part of the Structural Special Inspections may be performed by an Inspection Agency of the Contractor’s choosing, unless noted otherwise.

1.4 QUALITY ASSURANCE

A. Qualified Certification Authorities: Subject to compliance with Kentucky Building Code Requirements, Qualified Certification Authorities providing certification which may be applicable to Project include:

1. American Concrete Institute (ACI). 2. American Institute of Steel Construction (AISC). 3. American Welding Society (AWS). 4. National Institute of Certified Engineering Technology (NICET). 5. Prestressed Concrete Institute (PCI). 6. Steel Joist Institute (SJI). 7. Truss Plate Institute (TPI).

B. Inspection Agency Qualifications: To qualify for acceptance, an independent testing agency must demonstrate to Structural Engineer of Record’s satisfaction, based on evaluation of agency-submitted criteria conforming to ASTM E 699, that it has the experience and capability to satisfactorily conduct the testing indicated without delaying the Work.

1. Each inspector performing work on the Project shall be qualified to perform inspections for the particular type of construction or operation requiring special inspection by a Qualified Certification Authority as defined in the Kentucky Building Code. “Qualification” for purposes of this section shall mean a certified professional where certification in that jurisdiction exists. Subject to compliance with Kentucky Building Code requirements, Qualified Certification Authorities providing certification which may be applicable to Project include, but are not limited to, the following:

a. Steel Construction


1) Material verifications, bolted connections, visual observation of welds – AWS Level 1.

2) Ultrasonic, Radiographic, and Liquid Penetrant and Magnetic Particle weld inspection – AWS Level 2.

3) Steel frame connection details – Professional Engineer licensed in the State of Kentucky with experience in the design of building structures.

b. Concrete Construction

1) Use of design mix – ACI Level 2. 2) Material verifications, sampling of fresh concrete – NICET Level 1

(concrete). 3) Reinforcing inspection – NICET Level 2 (concrete). 4) Visual observation of reinforcing welds – AWS Level 1.

c. Wood Construction

1) Professional Engineer licensed in the State of Kentucky with experience in the design of building structures.

d. Soils and Rock Bearing Materials

1) NICET Level 2 (soils).

2. Prior to any construction, Inspection Agency shall submit list of personnel who may provide inspection work on project. List shall include the name and certification level (qualification) of each inspector. List shall also include the name and professional engineering registration number of the Special Inspector and the Professional Engineer with experience in the design of building structures.

3. The Inspection Agency shall carry professional liability insurance for errors and omissions to a minimum limit of $1,000,000 per occurrence and shall submit certificate of insurance along with the qualifications for approval by the Engineer. Qualification submittals not accompanied with the Certificate of Insurance will be returned to the sender without further action.

C. Special Inspector Qualifications: A professional engineer who is legally authorized to practice in the State of Kentucky and who is experienced in providing testing and inspection services of structure system types similar to this Project in material, design, and extent.

PART 2 – EXECUTION

2.1 PROGRESS MEETINGS

A. The Special Inspector shall attend any pre-construction meetings which may be conducted at the construction site by the Structural Engineer to discuss quality issues.

B. The Special Inspector shall attend construction progress meetings which will be held at the construction site by the Architect, Engineer, and General Contractor.

2.2 CONTRACTOR’S RESPONSIBILITIES


A. Provide a complete copy all structural shop drawings to the Structural Testing/Inspection Agency.

B. Arrange the preconstruction meeting to discuss quality issues.

C. Notify the Structural Testing/Inspection Agency sufficiently in advance of operations to allow assignment of personnel and scheduling of tests.

D. Cooperate with Structural Testing/Inspection Agency and provide access, including equipment with operator, to work. Access equipment includes, but is not limited to, man lifts, excavation equipment, etc.

E. Provide samples of materials to be tested in required quantities.

F. Provide storage space for Structural Testing/Inspection Agency's exclusive use, such as for storing and curing concrete testing samples. If required by Special Inspector, General Contractor shall provide cure box with electricity, water, and blankets for curing concrete specimens.

G. Provide labor to assist the Structural Testing/Inspection Agency in performing tests/inspections. Labor includes, but is not limited to, construction of masonry prisms, etc.

H. General Contractor shall create and maintain a discrepancy log on site. Log shall list each discrepancy documented by the Special Inspector; state the date of discovery and Special Inspector’s report number; and provide room for the Special Inspector to sign and date when said discrepancy is corrected. No work containing discrepancy shall be covered prior to having reinspection and approval by the Special Inspector.

I. Neither the observation of the Architect/Structural Engineer in the administration of the contract, nor tests/inspections by the Testing/Inspection Agency, nor approvals by persons other than the Architect/Structural Engineer shall relieve the Contractor from his obligation to perform the work in accordance with the Contract Documents.

J. In buildings where the seismic design category is C or greater, provide a written statement of responsibility to the owner’s representative and the building official stating:

1. Acknowledgement of awareness of the special requirements for seismic resistance contained in the statement of special inspections.

2. Acknowledgement that control will be exercised to obtain conformance with the construction documents approved by the building official.

3. Procedures for exercising control within the contractor's organization, the method and frequency of reporting and the distribution of reports used to assure such control is being exercised.

4. Identification and qualifications of the persons exercising such control and their positions within the contractor's organization.

2.3 SPECIAL INSPECTOR’S RESPONSIBILTIES


A. Cooperate with the Contractor and provide timely service.

B. Notify Contractor of minimum advance notice for each type of inspection/test.

C. Upon arriving at the construction site, sign in and notify the Contractor of presence.

D. Select the representative samples that are to be tested/inspected.

E. Perform tests/inspections as outlined in Contract Documents, the applicable codes, and as directed by the Structural Engineer.

F. Keep records of all inspections.

G. Furnish inspection reports to the Architect, Structural Engineer, and General Contractor weekly as construction progresses.

H. Inform General Contractor and / or Fabricator of all discrepancies immediately for correction.

1. Document in writing correction of discrepancies. 2. Highlight discrepancies within the report. 3. If discrepancies are not corrected, the discrepancies shall be brought to the attention of

the Code Official and the Structural Engineer prior to the completion of that phase of the work.

I. Leave copies of field notes with the Contractor prior to leaving the construction site. Field notes shall include the message given to the Contractor, date, time of message, name of Contractor's representative informed, type and location of work or materials tested/inspected, whether the work or materials complies with Contract Documents and name of the Structural Testing/Inspection Agency's representative.

J. Immediately notify General Contractor, Architect, and Structural Engineer by separate letter if work yet to be inspected is found on site that is either being covered by other work or was to receive continuous inspection.

K. Structural Testing/Inspection Agency shall not alter requirements of Contract Documents, approve or reject any portion of the work, or perform duties of the Contractor.

L. Submit a final report of inspections documenting completion of all required Special Inspections and correction of any discrepancies noted in inspections to the Structural Engineer. Final report shall be prepared by, sealed, and signed by the Special Inspector and shall include a complete list of materials and work inspected during the course of the project.

1. Submit four complete sets of all special inspection reports to Structural Engineer of Record with final report of special inspections. Report sets shall be bound, divided by construction type, and in chronological order.

2.4 INSPECTION OF FABRICATORS

A. Inspect the fabrication of structural load-bearing members where such work is being performed on the premises of the Fabricator’s shop.


1. Fabricators shall be exempt from special inspection when a Qualified Certification Authority (as defined in section 1702 of The Kentucky Building Code) has periodically reviewed and approved Fabricator’s written procedural and quality control manuals and fabrication practices. Subject to compliance with Kentucky Building Code requirements, Qualified Certification Authorities providing certification which may be applicable to Project include, but are not limited to, the following:

a. Structural Steel Fabricators – AISC or AWS certified. b. Steel Joist Fabricators – SJI certified. c. Metal Plate Connected Wood Truss Fabricators – TPI certified. d. Precast Concrete Fabricators – PCI certified.

2. Fabricators exempt from special inspection shall submit a certificate of compliance to the structural engineer of record at the completion of fabrication stating that all work was completed in accordance with the approved construction documents.

B. Verify that the Fabricator maintains and review for completeness Fabricator’s detailed fabrication and quality control procedures which provide a basis for control of the workmanship and ability to conform to the approved construction documents and reference standards.

C. Perform special inspections at Fabricator’s shop as outlined in this specification for each type of construction.

2.5 INSPECTION OF STEEL CONSTRUCTION

A. Provide special inspection of the fabrication of steel structural elements and assemblies in accordance with the Inspection of Fabricators.

B. Verify that certification numbers on bolt, nut, and washer containers correspond to the identification numbers on mill test reports and that manufacturer’s symbol and grade markings appear on all bolts and nuts. Also verify that bolts, nuts, and washers are being properly cared for at the site.

C. Verify that identification markings on structural steel members conform to ASTM standards specified on the approved construction documents.

D. Verify that identification markings on weld filler materials conform to ASTM standards specified on the approved construction documents. Also verify that weld filler material is being properly cared for.

E. Test and inspect high-strength bolted connections according to RCSC’s “Specification for Structural Joints Using ASTM A325 or A490 Bolts.”

1. Perform periodic inspection of bearing type connections. 2. Perform continuous inspection of slip-critical type connections. 3. Verify that direct-tension indicator gaps comply with ASTM F 959, Table 2. 4. Verify that twist-off-type tension-control assemblies have been properly tightened.


F. Inspect and test welds during fabrication (where applicable) and erection of structural steel as follows:

1. Certify welders and conduct inspections and tests as required. Record types and locations of defects found in work. Record work required and performed to correct deficiencies.

2. Inspect all weld procedures and welders according to the requirements of AWS D1.1-2000.

3. Use non-destructive testing according to AWS D1.1-2000, Section 6.11, on all welds that appear to have excessive inclusions, porosities, cracks, and incomplete penetrations as described by AWS D1.1-2000, or have the questionable weld removed and rewelded.

4. Perform continuous non-destructive testing according to AWS D1.1-2000, Section 6.11, on all complete penetration and/or partial penetration groove welds and on all splices of main members where those splices are required.

5. Perform continuous inspection according to AWS D1.1-2000, Section 6.9 (visual inspection) on all multi-pass fillet welds and on all single-pass fillet welds larger than 5/16”.

6. Perform periodic inspection according to AWS D1.1-2000, Section 6.9 (visual inspection) on all single-pass fillet welds smaller than 5/16” and on all floor, form, and roof deck welds.

G. Inspect all mechanical fastening of floor, form, and roof deck. Verify fastener type and perimeter and intermediate fastener spacing.

H. In addition to visual inspection, inspect and test field welded shear connectors according to requirements of AWS D1.1-2000, Section 7.8, and as follows:

1. Verify number, location, and application of all weld shear connectors. 2. Perform bend tests on a minimum of 10 percent of all shear connectors and when

visual inspections reveal either less than a continuous 360-degree flash or welding repairs to any shear connector.

3. Conduct tests on additional shear connectors when weld fracture occurs on shear connectors already tested, according to requirements of AWS D1.1-2000.

I. Inspect all steel frame connection details for compliance with approved construction documents and approved steel erection shop drawings.

1. Verify completeness and construction of all bracing, stiffening, and connections. 2. Verify location, completeness and accuracy of all members.

2.6 INSPECTION OF STRUCTURAL ANCHORS

A. Periodically proof load 25% of each type and size of drilled-in anchor in accordance with recommendations of the Anchor Manufacuturer. Adhesive anchors and capsule anchors shall not be torque tested unless otherwise directed by the Engineer. If more than 10% of the tested anchors fail to achieve the specified torque or proof load within the limits as defined in the Specifications, all anchors of the same diameter and type as the failed anchor shall be tested, unless otherwise instructed by the Engineer.

1. Torque shall be applied with a calibrated torque wrench.


2. Proof loads shall be applied with a calibrated hydraulic ram. Displacement of adhesive and capsule anchors at proof load shall not exceed D/10, where D is the nominal anchor diameter.

2.7 INSPECTION OF CONCRETE CONSTRUCTION

A. Provide special inspection of the fabrication of concrete structural elements and assemblies in accordance with the Inspection of Fabricators.

B. Periodically verify the use of the proper design mix.

C. Verify use of proper grade and ASTM designation of reinforcing steel, including prestressing tendons.

D. Perform periodic inspection on placement, spacing, clear cover, number, and splice lap lengths of reinforcing steel, including prestressing tendons.

E. Perform continuous inspection according to AWS D1.4-2000 on all welding of reinforcing steel.

F. Monitor concrete quality by means of site and laboratory tests. The Inspection Agency is authorized to reject plastic concrete not conforming to specifications. Immediately inform the Contractor, the Architect and the Structural Engineer of inadequacies in concrete quality. Sampling and testing for quality control during concrete placement shall include the following:

1. Sampling Fresh Concrete: ASTM C 172.

a. Slump: ASTM C 143; one test at point of discharge for each day’s pour of each type of concrete; additional tests when concrete consistency seems to have changed.

b. Air Content: ASTM C 173, volumetric method for lightweight or normal weight concrete; ASTM C 231, pressure method for normal weight concrete; one for each day’s pour of each type of air-entrained concrete.

c. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is 40 deg F (4 deg C) and below, when 80 deg F (27 deg C) and above, and one test for each set of compressive-strength specimens.

d. Compression Test Specimen: ASTM C 31; one set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required.

e. Compressive-Strength Tests: ASTM C 39; one set for each day’s pour exceeding 5 cu. yd. plus additional sets for each 50 cu. yd. more than the first 25 cu. yd. of each concrete class placed in any one day; one specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

2. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used.


3. When strength of field-cured cylinders is less than 85 percent of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

4. Strength level of concrete will be considered satisfactory if averages of sets of three consecutive strength test results equal or exceed specified compressive strength and no individual strength test result falls below specified compressive strength by more than 500 psi.

5. Test results will be reported in writing to Architect, Structural Engineer, ready-mix producer, and Contractor within 24 hours after tests. Reports of compressive strength tests shall contain the Project identification name and number, date of concrete placement, name of concrete testing service, concrete type and class, location of concrete batch in structure, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both 7-day tests and 28-day tests.

G. Perform continuous inspection of concrete placement to verify proper application techniques.

H. Perform periodic inspection of concrete curing procedures to verify maintenance of specified curing temperature, protection, and techniques.

I. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

J. Additional Tests: The testing agency will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by Architect. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

K. Test the F-number tolerances of concrete slabs in accordance with the provisions set forth by ASTM Committee E6.21.10. All tests shall be performed within three working days after concrete placement and prior to any form removal.

2.8 INSPECTION OF MASONRY CONSTRUCTION

A. At onset of masonry construction and periodically thereafter, verify proportions of site-prepared mortar, construction of mortar joints, and location of reinforcement and connectors.

B. Perform periodic inspection to verify size and location of structural elements; type, size, and location of anchors, including anchorage to other structural elements, frames, and construction; and specified size, grade, and type of reinforcement.

C. Prior to each grouting operation, verify cleanliness of grout space, placement of all reinforcement and connectors, including lap splice lengths, and proportions of site-prepared grout.

D. Perform continuous inspection of grout placement to verify compliance with contract document provisions.


E. Perform periodic inspection of masonry curing procedures to verify maintenance of specified curing temperature, protection, and techniques.

F. Sample and test grout compressive strength according to ASTM C 1019 and the following:

1. Compression Test Sample: one set of three standard cube specimens for each compressive-strength test, unless otherwise directed. Mold and store cubes for laboratory-cured test specimens except when field-cured test specimens are required.

2. Compressive-Strength Tests: one sample for each day’s grouting; one specimen tested at 7 days, one specimen tested at 28 days, and one specimen retained in reserve for later testing if required.

2.9 INSPECTION OF WOOD CONSTRUCTION

A. Provide special inspection of the fabrication of wood structural elements and assemblies in accordance with the Inspection of Fabricators.

B. Verify use of proper species and grade of lumber and engineered wood products.

C. Perform periodic inspection of wood construction to verify installation of blocking, fasteners, and fastening with the contract document provisions.

D. Perform periodic inspection of shear wall and diaphragms.

1. Verify grade and thickness of shear panels. 2. Verify the nominal size of framing members at panel edges. 3. Verify nail or staple diameter, length, and spacing. 4. Verify installation of shear wall hold-down anchors.

E. Verify the installation of all permanent bracing of wood truss assemblies in accordance with the approved truss shop drawings and structural drawings.

1. Verify placement of all compression web member bracing, laps, fastening, and intermittent cross bracing.

2. Verify placement of all chord bracing, laps, fastening, and intermittent cross bracing. 3. Verify connection of all truss to truss girder connections. 4. Verify installation of all perimeter uplift connections to supporting structure.

2.10 INSPECTION OF SOILS

A. Inspect the existing site soil conditions, fill placement, and load-bearing requirements for compliance with the recommendations of the approved geotechnical investigation report.

1. Where the site is specified to be undercut by the geotechnical investigation report, verify all existing uncontrolled fills have been removed from below applicable foundation elements to the specified depth.

2. Soil fills shall be exempt from special inspection when total fill placement is less than 12 inches deep.

B. Prior to placement of any engineered fill, determine that the site has been prepared in accordance with the recommendations of the approved geotechnical investigation report.



C. During placement and compaction of the engineered fill material, verify that the material being used, maximum lift thickness, and in-place dry density comply with the recommendations of the approved geotechnical report.

1. Testing agency to inspect and test subgrades and each fill or backfill layer.

D. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect.

E. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the following locations and frequencies:

1. Building Slab Areas: At subgrade and at each compacted fill and backfill layer, at least 1 test for every 2000 sq. ft. or less of building slab, but in no case fewer than 3 tests.

2. Foundation Wall Backfill: At each compacted backfill layer, at least 1 test for each 100 feet or less of wall length, but no fewer than 2 tests.

END OF SECTION 014110

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2 ADDENDUM #2 10-23-09

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ALL RIGHTS RESERVED

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Y

EXTERIOR

PEDIMAT AA INSERT STYLES

HEAVY-DUTY

CARPETCARPET

VINYL VINYL-

ABRASIVE

LATEX SCREED

RECYCLED RUBBER CUSTOM

CARPET

1 3/16 "

PEDIMAT AA WIDTH

DIM ’A’

2"

1"

1"

TRAFFIC DIRECTION

PEDIMAT AA LENGTH

DIM ’B’

LC LC

3/8 "

3/4 "

PEDIMAT AA WIDTH

DIM ’A’

TR

AF

FIC DIR

EC

TIO

N

PE

DIM

AT A

A L

EN

GT

H

DIM ’B’

2" WIDE

1" WIDE

SQUARE END VINYL

BASE FRAME

ALUMINUM LEVEL

FOR CLARITY

BOTTOM SHOWN

STAPLED TO RAILS

SQUARE EDGE VINYL

2" WIDE

1" WIDE

SQUARE EDGE VINYL

FEMALE PEDIMAT AAPEDIMAT AA

MALE / FEMALE

CUSHION

CONTINUOUS VINYL

FASTENER 24" O.C.

MASONRY LAG

"2138

23"

"16

15

21

27"

AD

A R

EQ

UIR

EM

EN

T

"16

15

33

"16

11

41

"87214""4

3414""872

CABINET ASSEMBLY

RECESSED

TYPICAL.

RETURN TRIM,

GLASS

CABINET ASSEMBLY

RECESSED

FLOOR

FINISH

ELEVATIONPLAN

5/8" GYPSUM BOARD

5/8" GYPSUM BOARD

3 5/8" MTL STUDS - NON RATED

5/8" GYPSUM BOARD

3 5/8" MTL STUDS - RATED

5/8" GYPSUM BOARD

ASSEMBLY WHEN INSTALLED IN A RATED WALL.

NOTE: PROVIDE FIRE RATED CABINET

SIZE

10 44 13.00 48 FOR CABINET

REFER TO SPEC SECTION

MA

XM

AX

9" O.C.

SCREW STAGGERED

BUGLE HEAD DRYWALL

JOINT CEMENT

FEATHERED

OR PAINT

VINYL WALL COVERING

CONTOURED FOR

ALUMINUM RETAINER

CONTINUOUS EXTRUDED

1" RADIUS

FINISH FLOOR

PLATE

MOUNTING

" GYPSUM BOARD85

@ 16" O.C.

" METAL STUDS853

WATER FOUNTAIN DETAIL

NOT TO SCALE

PROJECTION SCREEN

NOT TO SCALE

RECESSED ENTRY MAT DETAIL

NOT TO SCALE

BRACKETS

MOUNTING

SCREEN CASE

BOTTOM BOARD

TRAP DOOR

AUTOMATIC

CEILING

ACOUSTICAL

SUSPENDED

SEE ELECTRICAL DRAWINGS

2" UP ON THIS END.

NOTE: CONDUIT CONNECTION

DOWEL

SCREEN

SURFACE

VIEWING

TRAP DOOR

AUTOMATIC

BRACKETS

MOUNTING

SYSTEM ABOVE

FROM UNISTRUT

RODS SUSPENDED

3/8" THREADED

13/4"

1"

2"VIEWING SURFACE +15"2"

4 3/8"

7 1/2"

"4

3

7 3/4"

7 1/2"1"

28"

4"

4"

CABINET DETAILS

FIRE EXTINGUISHER

NOT TO SCALE

CORNER GUARD DETAIL

NOT TO SCALE

2

A-580

1

A-580

3

A-580

4

A-580

5

A-580

A-580

MIS

CE

LL

AN

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US D

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AIL

S

2

2 ADDENDUM #2 10-23-09

A-581

MIS

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S

2

2 ADDENDUM #2 10-23-09

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

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SIGN FRAMEFASTENED TOAND MECHANICALLYU-CHANNEL WELDED2" x 6"

FOUNDATIONFOOTING ANDCONCRETE

GRADEFINISH

SUBGRADEEXISTING

SCALE: 1"=1’-0"

SCALE: 1"=1’-0"

SECTION

PLAN

SCALE: 1"=1’-0"

SCALE: 1"=1’-0"

SIDE ELEVATION

AT 12" SPACING#5 REBAR, (TYP.)


GRADEFINISH

SUBGRADEEXISTING

6"

FOUNDATIONIN CONCRETEBOLTS SET�" ANCHOR

SCALE: 3"=1’-0"

ENLARGED VIEW

NAILERTREATED WOODPRESSURECONTINUOUS

FOUNDATIONANCHORED TOU-CHANNEL IS

SUBGRADEEXISTING

SIDES)(TYP., BOTHDRIP EDGE,

BAND)SILL (ACCENTCONCRETEPRECAST

SIGN BOARDPRE-FINISHED METAL

SIGN BOARDPRE-FINISHED METAL

SIGN BOARD, (TYP.)BETWEEN MASONRY ANDBAND), WEATHERTIGHTCONCRETE SILL (ACCENTARCHITECTURAL PRECAST

SIGN BOARD, (TYP.)BETWEEN MASONRY ANDBAND), WEATHERTIGHTCONCRETE SILL (ACCENTARCHITECTURAL PRECAST

(BOTH SIDES)LETTERS, (TYP.)MEDIUM CAST DIMENSIONAL�" THICK HELVETICA

METAL SIGN BOARDPRE-FINISHED

8"8"

1’-0

"2’-

0"

1’-0

"1’-0

"

2’-4" 2’-4"

1’-0

"

1’-0

"2’-

0"

1’-0

"

4"

1"

1"

6"

2’-

0"

5"

1"

1"

1’-0

"

1’-6"8’-4"1’-6" 1"

8"

1’-4"

1’-6"

1"

1"

11’-6"

4"

3"

DETAIL

DETAIL

DETAIL

DETAIL

DETAIL

1"

FRONT ELEVATION

SIGN BOARDSHEET METALALUMINUM

CAPPRECAST

GRADEFINISH


BAND)SILL (ACCENTCONCRETEPRECAST

1’-2"9’-0"1’-2"

1’-6"

1’-11 1/

8 "

1"

1’- 7/8 "

1’-0

"

3’-

0"

1’-0

"

1"

1’-6"

11’-4"

1"

1"

SUBGRADEEXISTING

1

A-581

A

A-581

A

A-581

C

A-581

B

A-581

D

A-581

D

A-581

B

A-581

C

A-581 A

A-581

VENEERBRICK

VENEERBRICK

VENEERBRICK

VENEER

BRICK

VENEERBRICK

ADHESIVE

W/WALL MFR’S. CONC.

TO TOP WALL UNIT

CAP UNIT, ADHERE

BELOW PER MFR’S STDS.

EACH COURSE TO COURSE

RETAINING WALL UNITS, PIN

MODULAR CONCRETE STEPPED

12" THK. MIN.

DRAINAGE AGGREGATE

12" DEEP MIN.

IMPERVIOUS FILL,

PER WALL MFR. STDS.

LENGTH, TYPE AND SPACING

GEOSYNTHETIC REINFORCEMENT,

STD. PROCTOR DENSITY.

COMPACTED 95% OF MAX.

REINFORCED BACKFILL

"/FT.)81SLOPE TO DRAIN (

OR @ 40’ CENTERS MAX.

OUTLET @ END OF WALL

4" DIA. DRAIN PIPE,

IMPERVIOUS FILL

6" THICK MIN.

GRANULAR LEVELING PAD

RETAINING WALL DETAILNOT TO SCALE

D

A-581

AS R

EQ’D P

ER FINIS

H G

RA

DE - R

EF

ER T

O CIV

IL

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

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Project No. 403

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1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A A

B B

C C

D D

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A A

B B

C C

D D

SITE EL 981.58’

FF EL 100’-0" =

S-100

FOUNDATION PLAN" = 1’-0"4

1SCALE:

FO

UN

DA

TIO

N P

LA

N

"2

11’-8

"2

122’-4

"2

122’-4

"2

11’-8

"211’-8"2

113’-414’-0"14’-0"14’-0"14’-0"14’-0""2113’-4"2

11’-8

48’-2"

100’-2"

8’-3" 5’-9"

11’-8"

"4

37’-4

CJ CJ CJ CJ CJ CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

CJ

BARRIER.

CAPILLARY WATER

VAPOR BARRIER ON 6"

#3@12" EW ON 10 MIL

5" SLAB ON GRADE w/

TOF EL = 99’-0", TYP.@COL B

S-301

A

S-301

E

S-301

@COL F

S-301

D

S-301

C

S-301

A

S-301

6’-3" 4’-0" 6’-10" 6’-4" 10’-0" 6’-4" 8’-0" 4’-0" 10’-0" 4’-0" 9’-8" 4’-4" 6’-10" 10’-0" 3’-7"

4’-0"

5’-1"

4’-0"

5’-1"

6’-4"

A

S-301

J

S-301

G

S-301

H

S-301

2

210-23-09ADDENDUM 2

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

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W10X12

W24X84 W24X68W14X22

W12

X19

W16

X26

W18

X50

W12

X19

W16

X31

W12

X19

W18

X50

W12

X19

W16

X16

W12

X19

W12

X19

W12

X19

W24X84

W12

X19

W12

X19

W12

X19

W12

X19

S-110

"2

11’-8

"2

122’-4

"2

122’-4

"2

11’-8

"211’-8"2

113’-414’-0"14’-0"14’-0"14’-0"14’-0""2113’-4"2

11’-8

48’-2"

100’-2"

8’-3" 5’-9"

11’-8"

"4

37’-4

18’-5" 4’-4" 42’-0" 4’-4" 31’-1"

UP

PE

R L

EV

EL F

RA

MIN

G P

LA

N

UPPER LEVEL FRAMING PLAN" = 1’-0"4

1SCALE:

SYSTEM, TYP. (BY OTHERS)SPEEDFLOOR JOIST

W/ 6" CONCRETE CAVITY CORE (TYP.)INSULATING CONCRETE FORMS (ICF)

FINISH FLOOR ELEV. = 114’-5"

TO PROVIDE STAMPED AND SIGNED ENGINEER DRAWINGS FOR FLR SYSTEM.

2) SPEEDFLOOR JOIST SYSTEM DESIGNED BY OTHERS. CONTRACTOR

W/ 6x6-w2.9xW2.9 WWR

1) STRUCTURAL FLOOR SLAB IS 4" NORMAL WT. CONC. SLAB ON 1.0 C22

FLOOR CONSTRUCTION NOTES:

6’-4"

B

S-350

A

S-350

C

S-350

D

S-350

H

S-350

H

S-350

G

S-350

F

S-350

K

S-350

J

S-350

L

S-350

M

S-350

E

S-350

SIM

2

2 ADDENDUM #2 10-23-09

1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A A

B B

C C

D D

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

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1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A A

B B

C C

D D

W12X19 W10X12 W10X12 W12X19

W14

X22

W14

X30

W14

X30

W14

X22

W14

X22

W10X12

W10X12

W8X10

W8X10

W10

X12

S-120

"2

11’-8

"2

122’-4

"2

122’-4

"2

11’-8

"211’-8"2

113’-414’-0"14’-0"14’-0"14’-0"14’-0""2113’-4"2

11’-8

48’-2"

100’-2"

8’-3" 5’-9"

11’-8"

"4

37’-4

ME

ZZ

ANIN

E F

RA

MIN

G P

LA

N

"16

5

HSS 4x4x

SHEET NOTESMEZZANINE FRAMING PLAN

" = 1’-0"41

SCALE:

"16

5

HSS 4x4x

"16

5

HSS 4x4x

"16

5

HSS 4x4x

"16

5

HSS 4x4x

S4

S4

S4

@COL C

S-351

D

S-351

A

S-351 @COL

B

S-351

11’-2"

6x6 - W2.9xW2.9 WWRSLAB ON 1.0C22 DECK w/4" THK. NORMAL WT. CONC.

6’-4"

ENGINEER DRAWINGS FOR FLR SYSTEM.

CONTRACTOR TO PROVIDE STAMPED AND SIGNED

SPEEDFLOOR JOIST SYSTEM DESIGNED BY OTHERS.

2

2 22

2

2 10-23-09ADDENDUM 2

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

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1

1

2

2

3

3

4

4

5

5

6

6

7

7

8

8

A A

B B

C C

D D

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W8X10 W8X10 W8X10 W8X10 W8X10 W8X10 W8X10

W8X10 (-1’-4")W8X10 (-1’-4")W8X10 (-1’-4")W8X10 (-1’-4")

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36(S

LO

PE

D)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36

(SL

OP

ED)

W16

X36(S

LO

PE

D)

W16

X36(S

LO

PE

D)

W16

X36(S

LO

PE

D)

S-130

"2

11’-8

"2

122’-4

"2

122’-4

"2

11’-8

"211’-8"2

113’-414’-0"14’-0"14’-0"14’-0"14’-0""2113’-4"2

11’-8

48’-2"

100’-2"

RO

OF F

RA

MIN

G P

LA

N

R-8

R-8

R-8

SL

OP

ES

LO

PE

RIDGE

SHEET NOTES

ROOF FRAMING PLAN" = 1’-0"4

1SCALE:

@COL B

S-352

A

S-352

B

S-352

A

S-352

@COL

F

S-352

E

S-352 D

S-352

RIDGE

D

S-352

C

S-352

C

S-352

BY FISHER SIPS, LLC OR EQUAL

" MIN. DEPTH - SIPS PANELS818

6’-4"

FOR DIMENSIONS.

ROOF OVERHANG, REFER TO ARCHITECTURAL

REINFORCE AS REQUIRED AT CANTILEVERED

2


SHEET NO:

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C COPYRIGHT2008

Owens Architects


Project No. 403

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LINE

COL

5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

" CLR.211

30# FELT

VAPOR BARRIER

BARRIERCAPILLARY WATER

#4@12" OC8"

1’-6"

1’-6"

EA. SIDE

" ICF212

w/ 12’ HOOK#6@8"

#5@12"

CONSTR. JT.ROUGHENED

1

1

FILTER FABRICGEOTEXTILEPVC PIPE w/4" PERFORATED

EARTH, TYP.COMPACTED

1’-6"

BACKFILLGRAVELSAND OR

(4) #5 CONT.

10"1’-0"

3’-0"

LINE

COL

5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

" CLR.211

30# FELT

VAPOR BARRIER


1’-6"

EA. SIDE

" ICF212

w/ 12’ HOOK#6@8"

#5@12"


1

1



1’-6"


1’-6"2’-6"

(4) #5 CONT.#5@12"

W12x40

10"1’-0"

4’-4"

(2) #5

LINE

COL

5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

30# FELT

VAPOR BARRIER


#4@12" OC 8"

1’-6"

1’-6"


(4) #5 CONT.

" S

LO

PE

21

"2

1

REFER TO CIVILPAVEMENT,

1

1



BACKFILLGRAVELSAND OR (1) #5

@ OVERHEAD DOOR

10"1’-0"

3’-0"

ICF PANELTAPERED

LINE

COL5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

30# FELT

VAPOR BARRIER


#4@12" OC

8"

1’-6"1’-6"

EA. SIDE

" ICF212

#4@12"


1

1



2’-0"


(4) #5 CONT.

1’-0"

IN WALL w/ 8" HOOK#4@16" CENTERED


REFER TO ARCH.BRICK VENEER,

10"6"8"

3’-0"

ICF PANELTAPERED

LINE

COL

5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

30# FELT

VAPOR BARRIER


1’-6"

1

1




1’-6"2’-6"

(4) #5 CONT.

(2) #5 CONT.

#5@12"

W12x40

4’-4"

EA. SIDE

" ICF212

#4@12"

2’-0"

1’-0"

IN WALL w/ 8" HOOK#4@16" CENTERED


10"6"8"

LINE

COL

5"

SEE PLANCONC. SLAB,

FF EL = 100’-0"

30# FELT

VAPOR BARRIER


#4@12" OC 8"

1’-6"

1’-6"


(4) #5 CONT.

" S

LO

PE

21"

21


1

1



BACKFILLGRAVELSAND OR (1) #5

10"6"6"

3’-0"

WATER BARRIER6" CAPILLARY

" EXP. JT. MAT’L.21

FF EL = 100’-0"

LINE

COL

VAPOR BARRIER

SEE PLANCONC. SLAB,

5"

3"

30# FELT

AFTER POUR

1’-6"

1’-0"

8’-0"

(10)#5 EW

H

S-100

DETAILSCALE: 3/4" = 1’-0"

T/O SLAB

EL. 100’-0"

"4

13

"4

31’-

41’-

4"

8"8" 8" 3"

1’-

0"

T/O FOOTING

EL. 96’-0"

TO FOUNDATION PLAN

CONC. SLAB, REFER

" EXP. JT. MAT’L.21

CENTERED.

W/#5@12" E.W.

8" CONC. WALL

EMBEDDED FRAME.

PIT COVER SET INTO

GALV. STL GRATING

"411’-6"X1’-6", 1"X

VAPOR BARRIER

WATER BARRIER

5" CAPILLARY

"X3" STUD83EDGE FRAME, W/

" SUMP41"X4

1"X141STEEL L1

HYDRAULIC CYLINDER

2’-0" SQ. BLOCKOUT FOR

CONTINUOUS

WATER STOP,

2X4 KEY

WATER STOP

#5@12", EF

#4@12"O.C., ED

#5@12" T&B, EW

2X4 KEY

WATER STOP

#5@12", EF

#4@12"O.C., ED

SEE PLAN

4’-

0"

1’-

0"

2’-

0" 1’-4"

"411

8"8"

2’-0""413’-18"

J

S-100

DETAILSCALE: 3/4" = 1’-0"

COL

FF EL

SEE PLAN

COLUMN BEARING

EL 99’-1"

T/O FOOTING

EL 96’-0"

(10) #5 EW

(8) #6

WATER BARRIER

5" CAPILLARY

VAPOR BARRIER

SEE PLAN

CONC. SLAB,

1" GROUT

X1’-4" ANCHOR RODS

" DIA.43BASEPLATE W/(4)

"X12"X12"43W8X48 W/

30# FELT

AFTERPOUR

#3 TIES @ 12" O..C.

MAT’L.

" EXP. JT.21

1’-

6"

5"

7’-0"

3"

2" 2"1’-

0"

2"

"2

11

"2

11

S-301

FO

UN

DA

TIO

N S

EC

TIO

NS

A

S-100

SECTION" = 1’-0"4

3SCALE:

SECTION" = 1’-0"4

3SCALE:

B

S-100

SECTION" = 1’-0"4

3SCALE:

C

S-100

SECTION" = 1’-0"4

3SCALE:

F

S-100

D

S-100

SECTION" = 1’-0"4

3SCALE:

SECTION" = 1’-0"4

3SCALE:

E

S-100

G

S-100

SECTION" = 1’-0"4

3SCALE:

1 ADDENDUM 1 10-12-09

2

2

1

210-23-09ADDENDUM 2

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

WW

W.O

WE

NS

AR

CHIT

EC

TS.C

OM

JE

FF

@O

WE

NS

AR

CHIT

EC

TS.C

OM (859)-

983-2

801

1271 RIC

E R

OA

D L

AW

RE

NC

EB

UR

G,

KE

NT

UC

KY 4

0342


BU

SIN

ES

S I

NC

UB

AT

OR - L

ON

DO

N,

KY

KE

NT

UC

KY HIG

HL

AN

DS I

NV

ES

TM

EN

T C

OR

PO

RA

TIO

N

A

S-110

DETAILSCALE: 1 1/2" = 1’-0"

D

T/O SLAB

EL. 114’-0"

TO ARCHITECTURAL

BRICK VENEER, REFER

CONST. JT.

#6@8"

#5@12"

LA

P

SP

LIC

E

2’-

1"

" ICF EA. SIDE.212

#4@16", CENTERED IN WALL

#4@12"

TO PLAN.

SPEEDFLOOR JOIST SYSTEM, REFER

CONC. SLAB, INTEGRAL WITH

SPEEDFLOOR JOIST

SERIES 250

10"6"

(2)#4, CONT.

TAPERED ICF PANEL

12"

8"

GRADE

HAIRPIN REINF.

B

S-110


D

T/O SLAB

EL. 114’-0"

2’-

1"

LA

P

SP

LIC

E

10"6"

TO ARCHITECTURAL

BRICK VENEER, REFER

(2)#4, CONT.

TAPERED ICF PANEL

CONST. JT.

#5@12"

#6@8"

TO PLAN.



#4@12"

#4@16", CENTERED IN WALL

" ICF EA. SIDE.212

REFER TO PLAN

STEEL BEAM,

COLUMN

W12X40 STEEL

POUR STOP, 3 SIDES

12"

8"

GRADE

C

S-110


D

T/O SLAB

EL. 114’-0"

12"

6"

"2

1"

21

CIVIL

STOOP, REFER TO

(2)#4, CONT.

TAPERED ICF PANEL

CONST. JT.

#4@12"X4’ LONG AT DOORWAY

TO PLAN.



#6@8"

#5@12"

SPEEDFLOOR JOIST

SERIES 250

D

S-110


110"6"

T/O SLAB

EL. 114’-0"

2’-

1"

LA

P

SP

LIC

E

GRADE

TAPERED ICF PANEL

CONST. JT.

#4 CONT.

" ICF EA. SIDE.212

SPEEDFLOOR JOIST

SERIES 250 #4@12"

#4 CONT.

TO ARCHITECTURAL

BRICK VENEER, REFER

#5@12"

#6@8"

REFER TO PLAN.

SPEEDFLOOR JOIST SYSTEM,


IN WALL

#4@16", CENTERED

H

S-110


110"6"

T/O SLAB

EL. 114’-0"

#4 CONT.

TO ARCHITECTURAL

BRICK VENEER, REFER

IN WALL

#4@16", CENTERED

#4@12"

#4 CONT.

GRADE

TAPERED ICF PANEL

CONST. JT. #6@8"

#5@12"

REFER TO PLAN.



" ICF EA. SIDE.212

REFER TO PLAN

STEEL BEAM,

GROUT UNDER PLATE.

ON 1" MIN. NON-SHRINK

BOLTS W/LEVELING NUTS

DIA. X12" LONG ANCHOR

"21"X5"X10" PL, W/(2) 2

1

#4@12"

#4@16"

INTO FOUNDATION.

AT BEAM SUPPORT. HOOK

ADDITIONAL (3) #6@6" O.C.,

E

S-110


A

T/O SLAB

EL. 114’-0"

10"6"

2’-

1"

LA

P

SP

LIC

E

TO ARCHITECTURAL

BRICK VENEER, REFER

CONST. JT.

STUDS (4 GAGE), TYP.

"X5" WELDED21W/(2)

"X6"X8" BEARING PL,21

IN WALL

#4@16", CENTERED

#4@12"

#4 CONT.

" ICF EA. SIDE.212

REFER TO PLAN.



SPEEDFLOOR JOIST

SERIES 250

HAIRPIN REINF.

F

S-110


T/O SLAB

EL. 114’-0"

A

2’-

1"

LA

P

SP

LIC

E

10"6"

TO ARCHITECTURAL

BRICK VENEER, REFER

CONST. JT.

" ICF EA. SIDE.212

#4@12"

TO PLAN.



POUR STOP, 3 SIDES

REFER TO PLAN

STEEL BEAM,

COLUMN

W12X40 STEEL

#4 CONT.

IN WALL

#4@16", CENTERED

G

S-110


A

T/O OPENING

REFER TO ARCH

T/O SLAB

EL. 114’-0"

10"6"

PAST OPENING.

(2) #6, EXTEND 3’-1"

STUDS @ 1’-6" O.C.

" DIA. X4" LONG21W/

"X6"X8" BENT PL, 83

PAST OPENING.

(2) #6, EXTEND 3’-1"

1’-

6"

2"

2"

TO ARCHITECTURAL

BRICK VENEER, REFER

IN WALL

#4@16", CENTERED

#4@12"

CONST. JT.

" ICF EA. SIDE.212

SPEEDFLOOR JOIST

SERIES 250

REFER TO PLAN.



HAIRPIN REINF.

J

S-110


T/O SLAB

EL. 114’-0"

2

REFER TO PLAN

STEEL BEAM,

TO PLAN.

CONC. SLAB, REFER

"41L4X4X

5"

K

S-110


T/O SLAB

EL. 114’-0"

8"

CONC. ELEV. SHAFTWALL

" EXP. JOINT MATERIAL21

#5 @ 12"

TO PLAN.



STL BEAM, REFER TO PLAN

L

S-110


CB

T/O SLAB

EL. 114’-0"

6’-4"

"213"2

13

TUBE STEEL COLUMN

" 165HSS 4X4X

TO PLAN.

CONC. SLAB, REFER

REFER TO PLAN

STEEL BEAM,

" DIA. A325 BOLTS43

"X5"X10" PL W/(4)21

M

S-110


3/16 2TYP.

2"

1"

T/O SLAB

EL. 114’-0"

#4X4’-0" @ 2’-0" O.C.

TO PLAN.

CONC. SLAB, REFER

SPEEDFLOOR JOIST

SERIES 250

REFER TO PLAN

STEEL BEAM,

C

FR

AMIN

G S

EC

TIO

NS

S-350

2

2

2

2

2


2

2

22

2

2 2

2

2

2

2

2

SHEET NO:

ALL RIGHTS RESERVED

C COPYRIGHT2008

Owens Architects


Project No. 403

WW

W.O

WE

NS

AR

CHIT

EC

TS.C

OM

JE

FF

@O

WE

NS

AR

CHIT

EC

TS.C

OM (859)-

983-2

801

1271 RIC

E R

OA

D L

AW

RE

NC

EB

UR

G,

KE

NT

UC

KY 4

0342


BU

SIN

ES

S I

NC

UB

AT

OR - L

ON

DO

N,

KY

KE

NT

UC

KY HIG

HL

AN

DS I

NV

ES

TM

EN

T C

OR

PO

RA

TIO

N

" CONT.41L4X4x

A

S-120


COL

SPEEDFLOOR JOIST

SERIES 250 REFER TO PLAN

STEEL BEAM,

TO PLAN.

CONC. SLAB, REFER

4"

T/O STEEL

REFER TO PLAN

T/O MEZZANINE SLAB

EL 124’-0"

SEE PLAN

STEEL BEAM,

4"

SEE PLANCONC. SLAB,

" CONT.41L4X4x

23A5

23A5

23A5

B

S-120


COL

T/O MEZZANINE SLAB

EL 124’-0"

T/O STEEL

REFER TO PLAN

SEE PLANSTEEL COLUMN,

SEE PLANCONC. SLAB,

23A5

23A5

23A5

LINE

COL

23A5

23A5

23A5

23A5

10"6"

W12x40

EACH SIDE

" STIFFENER43

BOLTS

" DIA. A32543(4)

" w/165(2) L3x3x

SEE PLANSTEEL BEAM,

A307 BOLTS @ 4’-0" OC

" DIA. COUNTERSINK21w/

(2) 2x6 (PRESSURE TREATED)

REFER TO GEN. NOTESSIPS ROOF PANEL,

" CAP PL43

"41L6x3x

WELDED STUDS

" DIA.21w/ (2)

"x6"x6" PL21

EA. SIDE

" ICF212

@4@16" OC SEE PLANSTEEL BEAM,

"41

"41

"41

"41

(3) SIDES

EL. = 124’-11"WORKING POINT

#4@12" OC

TOS = 123’-4"

D

S-120


A

T/O SLAB

EL. 124’-0"

10"6"

2’-

1"

LA

P

SP

LIC

E

TO ARCHITECTURAL

BRICK VENEER, REFER

CONST. JT.

STUDS (4 GAGE), TYP.

"X5" WELDED21W/(2)

"X6"X8" BEARING PL,21

IN WALL

#4@16", CENTERED

#4@12"

#4 CONT.

" ICF EA. SIDE.212

REFER TO PLAN.



SPEEDFLOOR JOIST

SERIES 250

HAIRPIN REINF.

(2) #5 CONT.

C

S-120

S-351

FR

AMIN

G S

EC

TIO

NS

SECTION" = 1’-0"4

3SCALE:

2

2 ADDENDUM 2 10-23-09